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HomeMy WebLinkAboutpitkin.eh.264315301004 (1992)Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System etc. Floor Plans Please See Building and Land Use Approvals Files for additional information • ASPEN*PITKIN ENVIRONMENTAL HEALTH OEPAFMENT X13 - /53- 0/- oor� INDIVIDUAL SEWAGE DISPOSAL PERMIT 140. TYPE OF PERMIT: t/tIn itial Construction ( )Emergency use 1 )Repair Work.(Previous Permit 1 .) ( )Alteration of an existing system, r installation (Previous Permit 1 .) I )use Permit as a result of sale ( )Other, ISSUED TO: DATE OF ISSUE. -7ZL j 92 Owner OhELLS /N1)3FL'LYSlUELL Home /� Phon /s i usiness Phone Mailing .r_ l./ T. /f A n,in Agent 110,P0 (�AtSTL(%CT/OA) Phone 27— 9/L/ Mailing n Address o .3 ARK ke RASft c T. C2 D `&162-1 Sewage Disposal System Work to be performed This permit valid only for premises location by the following legal de.criptions /i "11 C ile A.IfM ' C_5 . L(? SlIE /Or I Ati�c , WATER SUPPLY rJ(%BjJ/��S�Da%,//R✓ AVERAGE PERCOLATION MTF, n�A/ AJC This Individual Sewage Disposal Permit is granted with regard to the following uses 0 (:e �f F� Number oft Dodicoms 6-- Lofts n_ Cartage Disposals Dishwas rs Clothes Washers CALCULATED AVERAGE DAILY WASTE LOAD / 0 CAf.LONS. THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: ype of Tank or Treatment Units SEP%/� / ilnlK `s) ''ethod of final Disposals dG' L)e PT'/DAJ-T;PENL1N� Absorptloa cscrlption (Including brand name, if any) of other equipment or appurtnancess I Other Condition or Specifications Tank Capacity Callon minimum Area Square Feet minimum STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ( )Before Excavation Upon completion of excavation and prior to ptatement of gravel )Before covering distribution ' \system of 'absorption field I )Prior to backfill of any component I )Other. Specify, Plana and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Permission in hereby granted to the owner or his agent, to perform the work indicated above in accordance with the Pitkin County Individual Sewage. Uispesal Rcvulationa in effect on the date of issue. In addition to general provisions act forth on the reverse hereof, this Permit is subject to the following additional terms and conditions, - - - Vni", AspeR/Heait Enviicer ntal APPROVED FOR ISSUE BY t(title) Health Officer The above individual scuar)o disposal system installed by has been ln::pcctcd ter use by a raprasentativv of the As rvn(wnsibiltty in case of failure or inadequacy of this DATE BY ' /�� 130'8outh Galena Street iqo disposal /yste Complete as -built drawing attached. v� qll gll ASpeIVPitkin Envirornlwtal TITLE Health Officer Aspen, Colorado 81611 303/920-5070 „rrraeo.a.. ASPEN*PITKIN ENVI ONMENTAL HEALTH DEPAP MENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT Name of OWNER bf'K?"aL- Address of OWNER Q4 MORMN.1 WIA'/TIT;1"J, C^ °I492a PHONE Name of APPLICANT W-HAEI. 14AW6WtK) il(?IJ C-gouf PHONE X25 ' 3D2 I '�/ �t.o B. MRANT )*�WtN Go l(plI PERMIT TO BE: I )Picked Up yv Mailed tot TYPE OF PERMIT: LI(New Installation ( )Repair ( )owner PdApplicant . ( (Emergency Use ( )Alteration NOT due to failure [)CATION OF PROPOSED SYSTEM, - Legal Description l 'rw , Itel .2'4}IMEWW .f,AT, VjArT'E SYP^ FAWiHEh e1U*VV151On1 AN1D P' U • P . Lot Block riling Subdivision Size of Lot acres TYPE OF STRUCTURE: Single Family Dwelling l )Other, Do you plan any further additions to the + CAP,&7h"Q hrT, residence? ( )YES N*NO No. of bedrooms_ ( No. of Lofts No, of Garbage Disposals y No. of Automatic Dishwashers No, of Automatic Clothes Washers 1 NATER SUPPLY, ( )Private Well, Depth or Wpublic, Name of System ( )Spring ( )Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Incineration Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other, The Initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2030. 8:30-9:30 a.m.) before a permit can be Issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. Application for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above information is true and that false information will invalidate the application and any subsequent permit. Signature of Applicant VATa (This application becomes. invalid 12 months from the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines. 4. Proposed and existing buildings, driveways, and other . structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. The unde rs igned_ hereby acknowledges receipt of this individual sewage disposal permit apPli ation and a permit fee Fn the amour. of S -� 3 C c'U- Receipt Number HiQ .�-�y _. Gate tee Received �.by `/i,/ Administrativo officer 130 South Galena Street Aspen, Colorado 81611 303/920-6070 1992 14:480 FROM p CONSTRUCTION 9279119 TO • 9253110 P.02 1001 Grand Avenue, Suite 2-E Glenwood Springs, Colorado 816o1 (303) (303) 9451004 9256727 Fax (303)94&5948 February 3, 1992 Mr. Hans Raaflaub Rudd Construction, Inc. 0132 Park Avenue Basalt, CO 81621 RE: Braswell Residence, White Star Ranch, Pitkin County Dear Hans: We have received your site plan for the Braswell residence. a contract and engineering services The purpose of this letter is to provide you estimate to design the on-site individual sewage disposal system (ISDS). On behalf of SGM, I would like to thank you for the opportunity to submit this proposal. SGM will design an on-site ISDS for a "not -to -exceed' amount of S1,o00. mapping of the site is available, which shows the It of the house, physical features property lines, equate etc. We will utilize this mapping. We would recommend that you contact Bob Nelson, with Pitkin County Environmental Office, about performing the on-site pert tests and profile hole. If Mr. Nelson is not available to do that work, SGM can provide that service. Generally, three Pere holes need to be installed near the site selected for ISDS. In addition, an eight -foot deep profile hole needs to be excavated with a backhoe to determine the underlying geology and groundwater conditions. You will need to provide us the design criteria to be used in sizing the ISDS (i.e., number of bedrooms, People, fixtures, size of house, etc.). If there are any water intensive fixtures, eta, that will be discharged into the ISDS, it is very important that we have that information. I have enclosed a signed contract for your review. Please have the appropriate parties sign both copies and return to our office. Again, on behalf of SGM, I would like to thank you for the opportunity to work with you on this project. Sincerely, SCHMUESER GORDON MEYER, INC. ours Meyer, P.E. LM:lc/92014 Enclosure BRASWELL RESIDENCE • • 3/3/92 SECTION 02740 - SEPTIC SYSTEM PART 1 -GENERAL 1.01 SUMMARY A. Provide an operating waste disposal septic system. Include septic tank, distribution box, and drainage field. 1.02 SUBMITTALS A. Submit for approval shop drawings, product data, test reports. 1.03 QUALITY ASSURANCE A. Comply with governing codes and regulations. Provide products of acceptable manufacturers which have been in satisfactory use in similar service for three years. Use experienced installers. Deliver, handle, and store materials in accordance with manufacturer's instructions. PART 2 -PRODUCTS 2.01 MATERIALS A. Septic tank: Reinforced precast concrete. B. Distribution box: Reinforced precast conrete. C. Drainage field: Perforated vitrified clay pipe, ASTM C 700. D. Filter material: Washed, crushed stone. PART 3 - EXECUTION 3.01 INSTALLATION A. Install materials and systems in accordance with manufacturer's instructions and approved submittals. Install materials and systems in proper relation with adjacent construction. Coordinate with work of other sections. B. Test for proper operation. Clean out system and protect work from damage. END OF SECTION 10 Chi&Associates Consulting Geotechnical Engineers Job No. 4 445 88 5060 Road 15 Glenwood Sproco 81601 303545-7458 SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE TRACT 9, WHITE STAR PANCH PITKIN COUNTY, COLORADO Prepared For: Art Snyder c/o Snyder Advertising 5818 West 3rd Street Los Angeles CA 90036 Casper Colorado Springs Denver FL Collins Phoenix Rock Springs Salt Lake City San Antonio October 28, 1988 • TABLE OF CONTENTS CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LIMITATIONS FIGURE 1 — LOCATION OF EXPLORATORY BORINGS FIGURE 2 — LOGS OF EXPLORATORY BORINGS FIGURE 3 — LEGEND AND NOTES FIGURE 4 — SWELL—CONSOLIDATION TEST RESULTS FIGURE 5 — GRADATION TEST RESULTS TABLE I — SUMMARY OF LABORATORY TEST RESULTS Chen R Associates Ll 1 1 2 2 2 3 4 5 7 7 8 0 CONCLUSIONS 0 The subsoils encountered at the site, below organic topsoil, consist of sandy, silty clay overlying dense sand and gravel. The Proposed residence can be founded with spread footings bearing on the clay subsoils below all topsoil, designed for an allowable soil bearing pressure of 2500 psf. Due to the swell potential of the clay subsoils, the footings should also be designed to impose a minimum dead load pressure of 500 psf. Footings bearing on the lower, dense sand and gravel should be designed for an allowable bearing pressure of 4000 psf. Other design and construction cri- teria relating to geotechnical aspects of the site are presented in the body of the report. PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for foundation design of a proposed residence to be located on Tract 9, White Star Ranch, Pitkin County, Colorado. The project site is shown on Fig. 1. The study was con- ducted in accordance with our professional services agreement letter to Art Snyder, dated September 30, 1988. A field exploration program consisting of exploratory borings was con- ducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine com- pressibility or swell characteristics and classification of the on-site soil. Results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed residence. Results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered Chen & Associates Design parameters and a discussion of • ? • geotechical engineering considerations related to construction of the resi- dence are included in the report. PROPOSED CONSTRUCTION At the time of our field work, design plans had not been developed. The building envelope is shown on Fig. 1. The residence will probably be one to two stories of wood frame construction above a crawl space. A garage with slab -on -grade floor will be attached to the house. For the purpose of our report preparation, foundation loadings for the structure were assumed to be relatively light and typical of the proposed type construction. If loadings, locations or conditions are significantly different from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS The subject site is a vacant, irrigated field located northwest of the White Star Drive cul-de-sac. The topography of the site is gently rolling with a slight slope down toward the north with grades estimated at about 5%. Elevation difference across the building envelope is about 7 to 8 feet. The site grading appears to be natural with some cut and fill areas around the existing irrigation ditches. The irrigation ditches were dry at the time of our field work. The site is vegetated with grass. FIELD EXPLORATION The field exploration for the project was conducted on October 3, 1988. Two exploratory borings were drilled at the locations shown on Fig. 1 to eval- uate the subsurface conditions in the proposed building area. The borings f ' 4� Chen & Associates 0 -3- • were advanced with 4 -inch diameter continuous flight augers powered by a truck -mounted CME -55 drill rig. The borings were logged by a representative of Chen & Associates, Inc. Samples of the subsoils were taken with a 1 3/8 -inch I.D. spoon sampler and a 2 -inch I.D. California sampler. The samplers were driven into the sub- soils at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Explora- tory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSOIL CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 2. Below about 1 foot of organic topsoil, the subsoils consisted of stiff, reddish brown, silty, sandy clay. At a depth of about 8 to 8 1/2 feet, very dense sand and gravel with cobbles was encountered to the maximum depth explored, 21 feet. Drilling in the dense gravels with auger equipment was difficult due to cobbles and boulders and drilling refusal was encountered in the deposit. Laboratory testing performed on samples obtained during the field explo- ration included in-situ moisture content and dry density, grain size analyses and liquid and plastic limit testing. Swell -consolidation testing was per- formed on relatively undisturbed drive samples of the clay subsoils. Results of swell -consolidation tests, shown on Fig. 41 indicate moderate compressibil- ity under light to moderate surcharge loadings and a low expansion potential ,J Chen R Associates -4- 0 when wetted under a constant light surcharge. Liquid and plastic limit testing indicates the silty clay subsoils are medium plastic. Gradation anal- yses performed on the minus 1 1/2 -inch fraction of the lower sand and gravel subsoils are presented on Fig. 5. Table I. The laboratory testing is summarized on No free water was encountered in the borings at the time of drilling. The subsoils were slightly moist to moist. FOUNDATION RECOMMENDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the resi- dence be founded with spread footings placed on the undisturbed natural soils. The expansion potential of the clay subsoils can probably be mitigated by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface runoff and utility leakage are possible sources of water which could cause wetting of the subsoils. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed, natural silty clays at the site, below all topsoil, can be designed for an allowable soil bearing pressure of 2500 psf. The footings should also be designed for a minimum dead load pressure of 500 psf to resist the expansion potential. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Based on experience, we, expect settlement/heave of footings designed and l� constructed as discussed in this section will be about 1 inch. There Chen &Associates • -5- could be some additional movement if. the bearing soils were .to become wet. 2) Footings placed on the undisturbed, natural sand and gravel soils should be designed for an allowable soil bearing pressure of 4000 psf. Based on experience, we expect settlement of footings placed on the sand and gravel soils will be about 1 inch or less and essentially occur during construction. 3) All topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the natural subsoils. 4) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 5) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protec- tion. Placement of foundations at least 42 inches below the exterior grade is typically used in this area. 6) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure corresponding to an equivalent fluid unit weight of 45 pef. Backfill should consist of predominantly granular soils, like the on—site gravels or imported material. 7) A representative of the soil engineer should observe all footing excava- tions prior to concrete placement to evaluate bearing conditions. FLOOR SLABS The on-site clay soils possess a swell potential and slab heave could occur if the subgrade soils were to become wet. Slab -on -grade construction Chen $Associates -6- • may be used provided the risk of distress is understood by the owner. Based on the laboratory test results and our experience in the area, the risk of slab heave appears low but some movement is likely. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls, columns and partition walls with expansion joints which allow unrestrained vertical movement. Interior, nonbearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which allow at least 1 1/2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. Slab reinforcement should be established by the designer based on experience and the intended slab use. ff A minimum 4 -inch layer of fine y p y EW% Y gravel may be laced immediately beneath slabs -on -grade. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 5% passing the No. 200 sieve. The gravel will aid in construction and drainage below the slabs. Fill beneath slabs should consist of nonexpansive soil such as a granular material, excluding oversize rocks. The fill should be spread in thin hori- zontal lifts, adjusted to near optimum moisture content and compacted to 95% of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soils should be removed prior to fill placement. If the on-site clays are used as fill below slabs, there could be some slab heave due to the expansion potential of the clay. Chen & Associates • -7- The above recommendations will not prevent slab heave if the .expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be Pres- sure tested before backfilling to help reduce the potential for wetting due to leaking pipes. UhDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience where clay soils are present that local perched ground- water may develop during times of heavy precipitation or seasonal runoff. Therefore, we recommend below grade areas be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydro- static pressures behind foundation walls. The underdrain system should consist of a drain tile surrounded by free - draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at least 1 foot below lowest adjacent finish grade (crawl space or floor slab level) and sloped at a minimum 1% grade to a suitable gravity outlet. Free -draining granular material used in the drain system should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The drain gravel should be at least 2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed; Chen & Associates 13 0 -8- • 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying of the clay soils could increase the expansion potential for those soils. 2) Exterior backfill should be adjusted to near optimum moisture and com- pacted to 95% of the maximum standard Proctor density in pavement areas and to 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 to 3 feet of the on-site clay soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations / Chen&Associates • -9- 0 may be made. We recommend on—site observation of excavations and foundation bearing strata by a representative of the soil engineer. Very truly yours, CHEN & ASSOCIATES, INC. Ey Daniel E. Hardin, P.E. Reviewed By Steven L. Pawlak, P.E. DEH/ec cc: Theodore K. Guy Associates Chen&Associates 0 APPROXIMATE SCALE I = 200' 0 PROPERTY I BOUNDARIES I HOLE 2 I TRACT 8 i I BUILDING ENVELOPE I BENCH MARK: GROUND AT HOLE I I TELE. 8 DX;ELEV.= 100.0, 0 SUME SD. TRACT 9 GREEN BWHITE STAR ELT AREA DRIVE l 4 44588 Chen & Associates I LOCATION OF EXPLORATORY BORINGS N. -I 110 105 w�100 d c�. 85 • Hole 1 Elev. - 108' 30/12 WC=8.8 -200=91 LL=36 PI=21 13/12 WC=14.9' DD=106.8 80/12 WC=9.1 13 T -200= -200=23 30/0 Hole 2 Elev. = 101.5' • 2 0 85 3.5 9 3 2,20/6 2 .0 19 Note: Explanation of symbols presented on Fig. 3. tt� I 4 445 88 Chen & Associates 1 ; Logs of Exploratory Borings 110 105 100 w C O ti N Ca 95 v em 85 N 2 LU a LEGEND: F 0 ® Topsoil; sandy, clayey silt, organic, stiff, .moist, dark brown. © Clay (CL); silty, sandy, calcareous, stiff, slightly moist, reddish brown. Sand and Gravel (GM); slightly silty, slightly clayey, with cobbles, possible boulders, very dense, slightly moist, brown. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample Drive sample; standard penetration test (SPT), 1 3/8 -inch I.D. split spoon sample. 30/12 Drive sample blow count; indicates that 30 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical rig refusal. Where shown above bottom of log, indicates multiple attempts were made to advance the hole. NOTES: 1. Exploratory borings were drilled on October 3, 1988 with a 4 -inch diameter continuous flight power auger. 2 3 4 5 6 Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. Elevations of exploratory borings were measured by instrument level and refer to the Bench Mark on Fig. 1. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. No free water was observed in the borings at the time of drilling in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (;) 4 44S 88 1Chen & Associates Legend and Notes Fluctuations P4. 3 i0 , R 3 C O .N C 1 ew 0 1 3 4 5 3 cnen anti associate`inc. m 1C0 APPLIED PRESSURE — kst oilMoisture �Tcontent 14.9 percent Dry Unit Weight z 106.8 pct Sampleof: silty Clay m 1C0 APPLIED PRESSURE — kst ,00 APPLIED PRESSURE — kst 4 445 88 SWELL -CONSOLIDATION TEST RESULTS Fig. 4 oilMoisture Content 7.0 percent Dry Unit Weight = 113.5 pcf Sampleof: sandy silty clay From: Hole 2 at 5 feet ,00 APPLIED PRESSURE — kst 4 445 88 SWELL -CONSOLIDATION TEST RESULTS Fig. 4 V 1 a T U o T C w JY U n p U U N N J N N 00 b N N ----------------------- N N vN N W W > I T 2 Q W n oac� V � T ZOn � W --------------- T T -x J J o 0 W - G f JJ— M N xzoW 0 V ^ W W M nj u f in an 01 N 00 o_ .�' t f 4 C s J W :r T T m � jVWa 1 Z p ---------------------- O JIT t O W^ F p .00� xxu r t r N f O JJ l f n j x n -- --------- - n/ Mil